| 姓名 | 呂勝能(Sheng-Neng Lu) | 電子郵件信箱 | E-mail 資料不公開 | |
| 畢業系所 | 營建工程系碩士班(Department and Graduate Institute of Constrction Engineering) | |||
| 畢業學位 | 碩士(Master) | 畢業時期 | 93學年第2學期 | |
| 論文名稱(中) | 互層軟岩隧道分析與支撐探討 | |||
| 論文名稱(英) | Analyses of Tunnel Support in Weak Rock with Interlayered Structures | |||
| 檔案 |
請遵守中華民國著作權法之相關規定，切勿任意重製、散佈、改作、轉貼、播送，以免觸法。 |
論文使用權限 | 校內外完全公開 | |
| 論文語文/頁數 | 中文/113 | |||
| 摘要(中) | 台灣海陸板塊運動頻繁，造成局部地區岩石膠結不良、岩性軟弱，對隧道工程而言，常遭遇嚴重之滑落、擠壓、抽心、崩塌等災害，進一步對其破壞機制研究，以了解支撐型態與岩體間之變位關係。 本研究針對北二高碧潭隧道工程之擠壓、坍塌及滑落問題，對互層軟岩之砂頁岩互層岩體，進行UDEC數值程式分析了解其破壞模式及機制，且透過設置支撐系統的數值模擬，分析岩栓設置之位置與角度及節理位置、間距對軟岩隧道之影響。 本研究結果顯示：(1)依第Ⅳ、Ⅵ岩體支撐模擬碧潭隧道破壞模式結果顯示，兩者皆因隧道頂拱岩體自重過大，導致頂拱滑落產生陷落破壞，與現地實際狀況相符合。(2)當隧道右側節理岩體為砂岩節理性質時，其節理強度比砂頁岩節理高，僅需在可能破壞處設置支撐即可增加岩體強度，可避免破壞產生；另外，岩栓打設位置以在偏頂拱上方為佳，可減少大部分的變形量產生。(3)隧道節理位置在隧道中間時，發現主要破壞來自於岩體節理滑動與岩體擠壓造成隧道頂拱上方岩體產生下陷、滑落，對頂拱架設支撐以節理夾角為30°時效果最佳。(4)分析覆蓋土層深度與隧道直徑關係時，發現當覆土深度越高時，其節理之殘餘摩擦力越大，再加上側向應力提高，節理摩擦力也相對提高，當節理摩擦力大於岩體下滑驅動力時，則不會產生破壞。 | |||
| 摘要(英) | Plate technotic
movements are very often in Taiwan. Rock quality is usually weak
and fractured. Tunneling in these formations had encountered some
serious problems and failures, including squeezing, block falling,
sliding, buckling and caving. In order to understand the relationship
between support types and displacements around the rock during
tunneling, analyses are required. The Pitan tunnel encountered some failures in interlayered sandstone and soft rock during construction in Northern Second Highway. Numerical analyses using distinct element method (UDEC) are used to understand the failure model and mechanisms. Impacts of rockbolt position, rock bolt angle, and bolt spacing for tunnels in soft rock are analyzed in this study. Some results can be drawn from the analyses: (1) The analyses of the Pitan tunnel use the same support systems, i.e. Types IV and VI, as in situ. It was found these two types of support are all failed sicne the dead weight of the roof rock is too heavy. It causes subsequent massive caving and sliding. (2) If the joints, dipping to the right, at the right hand side of the tunnel are in sandstone formation, which have higher hsear strength than joints in shale, the strength of the rock masses around the tunnel could be increased easily by installing supports at the joints, especially at the places close to the crown. The displacements around the tunnel can be controlled. (3) As the joints locate at the middle of a tunnel, most failures are due to the sliding of the joints above the crown and causing squeezing at the sidewalls. Thus, cause huge crown displacement and caving due to sliding. For these kinds of joints, the most effective support is to install rock bolts at about 30 degrees to the joints. (4) The resisting shear strength between joints is increased as the overburden depth is increased for the lateral in situ stresses increased as well. Therefore, as the shear strength is greater than the driving force, no huge failure will occur. | |||
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